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By Mazin Adnan

The 80m high dam at the Peribonka river in the Canadian province of Quebec was designed for the generation of 385 MW of hydro electrical power (Fig.1). The complex ground conditions required the employment of a variety of geotechnical construction methods stretched to limits never experienced before. Innovative grouting and trenching techniques were used for the construction of a plastic concrete cut-off wall down to a depth of about 116m, to cut hydraulic seepage through alluvial deposits forming the dam foundation. The bedrock where the cut-off wall is embedded forms a glacial gully with steeply sloped flanks, which created further challenging conditions. [ ]

Jan 1, 2008

By Y. El-Mossallamy

The piled raft foundation was extensive applied in the last two decades in different soil conditions e.g. in soft to stiff clay as well as in medium to dense sand and even in highly weathered rock. The piled raft is now applied not only to control the foundation settlement but also to minimize the required raft thickness to reach the most economic foundation design. An innovative application of the piled raft is its special adjustment to cases of foundations with large load eccentricities or very different loaded parts of buildings to avoid the need of settlement joints, which are especially complex below ground water table. Recently, the piled raft is applied for foundations of highway and railway bridges with special serviceability requirements regarding the allowable total and differential settlement as well as tilting. Actually numerical analyses are the mostly used design methods for piled rafts. For all day design practice a simple and modest design method is highly needed -at least in the first design stage- to check the feasibility of the piled raft on the specific project conditions. In this paper, a general overview on the recent innovative applications of piled rafts in Germany will be presented in a short overview. The results of the simple design method will be discussed and compared with the results of more enhanced numerical methods.

Jan 1, 2006

By Rolf Katzenbach

Construction of drilled shaft foundations with the use of hydraulic oscillators and rotators to install temporary casing over the full depth of the shaft is described. The equipment and techniques were developed in the 1960?s in Germany and full-depth casing is now the predominant method of construction in Europe. Its use in North America is increasing. This paper presents an overview of full-depth casing methods and a summary of available load test data evaluated by the authors to compare the load transfer and capacity performance of shafts installed by various construction methods. Results demonstrate that load transfer and capacity of full-depth casing shafts are equal to or exceed that of shafts constructed by dry or slurry methods and that measured capacities are consistent with generally accepted design equations. The principal advantage of full-depth casing methods over other installation techniques is that the risk of defects in the shaft is minimized. Casing is able to penetrate into the ground under any geologic or groundwater condition when this technique is applied. Potential delays and cost overruns can thus be avoided and a safe, economical foundation element is created.

Jan 1, 2007

By Mohammad Nasim

Vertical expansion of existing structures frequently requires foundation retrofitting to enhance the capacity of existing foundations for supporting additional loads. Owing to their small diameter, a variety of suitable drilling methods available for installation, and smaller installation equipment capable of operating under limited headroom conditions, micropiles are often preferred for foundation retrofitting. This paper presents a case history demonstrating application of micropiles to underpin the existing foundation of the Washington D.C. Children?s National Medical Center (CNMC) for its future expansion. Located at 111 Michigan Avenue in northwest Washington, DC, portions of the hospital currently extend five stories above grade and three levels below-grade as parking garages. The hospital intends to expand the surgical wing up to the current build out (five stories) above the remaining portion of the existing parking garage. The original foundations consist of 80-ton Raymond Step-Tapered piles. New loading on the foundations required each Raymond pile to be capable of supporting 150 tons. Results from quick load tests on existing piles indicated that two entire column lines (Column Line A and B) would experience loads beyond their capacity, requiring enhancement of the existing foundation at these locations. The design and construction of the foundation upgrading work was particularly challenging due to various project constraints related to a high groundwater table, micropile installation under limited head room, and ensuring that the parking garage remained fully operational for the entire duration of construction. The paper presents the challenges faced during testing of existing foundations amid a high groundwater table, design developments of underpinning options to support the additional column loads, difficulties and challenges encountered during installation of the micropiles and construction of the micropile pilecaps, and value engineering options developed during various phases of the project. Understanding that micropiles are often a preferred option for foundation retrofitting, the case history is expected to provide a baseline design approach and innovative solutions to typical challenges faced during construction, thereby reducing potential cost overruns during design development and construction of similar future projects.

Jan 1, 2008

By M. D. Khattar

The paper describes the salient construction features of the Pile foundation work for the Railway viaducts in Algeria. Six viaducts were constructed for execution of the Railway line between Aintemouchent and Benisaf in Algeria. The work was executed by the Indian Railway Construction Company Limited of India (IRCON) for the Algerian National Railways (S.N.T.F.). These six viaducts had multiple spans of 36M resting on hollow piers of heights upto 69M. Most of the piers were founded on piles of 1 and 1.2M dia bored piles going upto 22M deep through cal­careous rocks and were designed for Railway loading in seismically active area. The work involved 356 piles & constituted a very important aspect of the whole work. The concrete in the piles was made with sulphate resistant cement and the integrity of the concrete was tested with Sonic method so as to ensure the quality. The piles were driven with the help of a hydraulic oscillator and the concrete was laid with a tremie pipe. Problems as encountered during execution have been explained.

Jan 1, 1989

By Balu E. George, Subhadeep Banerjee, Shailesh R. Gandhi

"A three-dimensional analysis of laterally loaded helical piles installed in cohesionless soil is presented. Finite Element Analysis was conducted using commercially available Plaxis 3D AE version, assuming Mohr-Coulomb failure for soil. Pile is modelled as plate elements with a single helical blade attached to a hollow shaft. The ultimate load for various configurations is examined considering deformation criteria. The Bending Moment distribution and maximum lateral deflection are also discussed. It was observed that the ultimate lateral load carrying capacity increased by presence of helical blade and the maximum deflection also got reduced. The diameter of the helical blade was found to have significant effect on the lateral deflection, maximum bending moment and the ultimate load. However, the observations from the study suggest that the presence of helical blade seizes to produce considerable effect after a certain depth. Difference in failure pattern with regard to the distribution of soil resistance observed for different geometries considered for numerical analysis are also touched upon.INTRODUCTIONHelical piles or screw anchor piles have gained popularity due to fast installation, instant use, and other advantages over the traditional piles. They are usually used to support structures like solar panels, light houses, and other light structures which are subjected to uplift loads. However, such structures are often subjected to significant lateral loads as well. Under lateral loads, the response of helical piles can be different from that of a conventional pile due to the presence of the bearing provided by the helical blade. However, the proper design remains a concern due to lack of work carried out on the lateral capacity of helical piles.The lateral performance of helical piles is significant because they can act as efficient alternative to conventional piling systems in many applications.The lateral load capacity of screw anchor piles with different number of helices were examined by Mittal et al. (2010) by experiments in sand. They found that the lateral load capacity of piles increases with addition of helical blades. Prasad and Rao (1996) examined the lateral capacity of helical piles in clay by experiments on model piles and found that the lateral capacity of helical piles were more than that of the straight shaft piles. It was observed that the lateral capacity increase with embedment depth and shear strength of soil. Sakr (2009) studied lateral performance of two section helical piles in soft soil. The investigation by Prasad and Chari (1999) reported that the pressure distribution across the diameter is not uniform for circular piles, but it is maximum at the centre and almost zero at the two edges.Puri et al. (1984) after conducting model tests on single-helix, two-helix, and three-helix anchors installed in sand, proposed a mathematical model that was fashioned after Matlock and Reese’s elastic theory model. Elkasabgy and Naggar (2015) investigated he lateral performance of full scale large capacity helical piles in structured cohesive soils and reported the modulus of sub-grade reaction to be non linear."

Jan 1, 2017

By Paul Morrison

The paper describes the design process, trial testing and contract pile installation of 772 pre­cast concrete piles at a site in Surrey, South East England. Recommendations on how to improve the design, construction trials and main contract piling phases of the project are made. The building layout is shown in Figure 1 and is comprised of a central circulation area with five office wings radiating out from its southern side (only three of these wings were constructed in Phase 1 of the project). Approximately 60% of the circulation area and one office wing were built with a single level basement. The basement was constructed "bottom-up" in open cut with the void between the basement walls and the cut slope being back-filled with compacted site won soil above a perimeter drainage system at basement slab level. The building has up to 3 stories above basement level and is a reinforced concrete structure. The client for the project is Pfizer Ltd. Pfizer Ltd was represented on site by Laing Project Management (Laing). The consulting engineer was Ove Arup and Partners (Arup) while the piling contractor was Roger Bullivant Ltd (RBL).

Jan 1, 2000

By Martin Pratt

This paper is an overview of deep foundation engineering in Hong Kong past, present and future. The enormity of the subject compared with the space available makes brevity inevitable. Issues of construction and design are covered and some examples of recent challenging projects are given. The content is aimed at those with an interest in foundations generally, but with limited knowledge of the Hong Kong scene. Reference is made to informative publications for further reading on specific topics.

Jan 1, 2000

By Mohamed Elgouhary, Carol L. Tasillo, Daniel Koziol

"The Bolivar Dam, located near the Village of Bolivar, Ohio is one of a system of dams designed to provide flood control and water conservation in the Muskingum Watershed. The Bolivar Dam is a “dry dam” that only impounds water during flood events. In order to address problematic seepage, which negatively affects the structural stability of the dam, the U.S. Army Corps of Engineers (USACE) designed a partial-depth and partial-length Seepage Barrier Wall (SBW) through the upstream slope of the dam. For this project, TREVIICOS constructed a 36 in (914 mm) positive SBW by plastic concrete panel wall method and excavated using hydromill and clamshell equipment. The plastic concrete was manufactured on-site, which allowed for enhanced quality control and prompt service. This required the installation, commissioning and operation of a concrete batch plant on-site. This paper presents the challenging aspects of the design, manufacture and placement of the plastic concrete for the SBW in order to meet contract strength and permeability requirements as well as workability requirements necessary for tremie concrete placement.Project General InformationBolivar Dam is located in Northeast Ohio (Fig. 1). It is one of a system of sixteen dam projects designed to provide flood control and water conservation in the Muskingum Basin, which covers 20 percent of the State of Ohio (Fig. 2). Bolivar Dam is on Sandy Creek, a tributary of the Tuscarawas River.The Dam has been constructed, operated and maintained by the USACE, for the Muskingum Watershed Conservancy District. Its construction was completed in 1937 and it has been in operation for flood control since 1939.Bolivar Dam is a rolled earth fill dam, with a typical embankment section made of a central impervious core flanked upstream and downstream by a pervious outer shell with downstream rock toe. The embankment has a maximum height of 87 ft (26.5 m) and a crest length of 6,300 ft (1,920 m), and is comprised of the main embankment starting on the left abutment of about 1,500 ft (457 m) heading to the Northeast, followed by the terrace embankment of 4,800 ft (1,463 m) heading to the North. An upstream impervious blanket extends up to 500 ft (152 m) upstream of the dam along the majority of its length. The outlet works are to the left of the embankment, and consist of an intake structure with six gates, followed by two outlet conduits that finish in a stilling basin. To the left of the outlet works is the uncontrolled emergency spillway, which was doubled in width to 540 ft (165 m) in 1989, and excavated material utilized for construction of a stability berm against the upstream face of the main embankment. A concrete parapet wall was also installed along the upstream side of the crest during this work. In 1982, a toe drain, downstream filter berm and line of 35 relief wells were installed. The filter berm was recently extended an additional 200 ft (61.0 m) downstream and granular filters were placed over an approximate 2000 linear ft (610 m) reach of the lower terrace slope. (Fig. 3)."

Jan 1, 2016

By Marie-Pierre Bourdouxhe-Barnich

Since 1997, in partnership with the Laboratoire Central des Ponts et Chaussées in Strasbourg, ProfilARBED has been carrying out a vast study to qualify the improvements jetting can make to vibratory driving of steel sheet piles, and to understand its effect on the surrounding ground and on the sheet piles themselves. The process basically involves discharging a fluid (mostly water, sometimes in association with air) at controlled pressure and/or flow rate near the toe of the sheet pile being driven. The steel jetting pipes are attached to the sheet pile and are connected to the pumps by hoses. The jet of fluid loosens the soil, thus reducing the resistance at the toe of the sheet pile. Depending on ground conditions, the fluid that flows along the pile can reduce skin friction. Four soil types were involved in our experiments. Each site was instrumented: the driving parameters and the geotechnical characteristics of the soil before and after vibratory driving and jetting-assisted driving were recorded. Each test provided its own particular information which contributes to overall thinking on the matter and is of help to project managers who are often confronted with rapid driving to the final depth.

Jan 1, 2002

By Nathan W. Iverson, David S. Graham, Paul J. Axtell

"The Highway 53 relocation project in Virginia, Minnesota, involves construction of a very tall bridge across a currently inactive iron ore mine pit. The inactive pit is partially flooded and serves as the community’s drinking water source. The 1,132-ft long new bridge is a three-span, plate girder structure. Two intermediate, approximately 200-ft tall piers are located within the pit.The foundations for the two piers consist of groups of 30-in diameter piles which, despite the contradiction in terms, are essentially very large micropiles. Extremely challenging and highly variable subsurface conditions exist at the site, ranging from uncontrolled iron ore mine waste fill to some of the hardest rock on earth that can also be highly fractured and abrasive. Despite the conditions, large diameter (30-in) micropile foundations up to 175 ft deep were successfully installed using down-the-hole hammer methods and full-length permanent casing under an extremely aggressive construction schedule.Full-scale foundation load testing using the Statnamic rapid loading method was also conducted in support of the design and construction but under a separate pre-design phase contract. This paper describes the unique aspects of this foundation project, including design, construction, and load testing of the large micropiles.INTRODUCTION AND BACKGROUNDIn 1960, a segment of Trunk Highway 53 (TH-53) in Virginia, Minnesota, was built on land owned by iron ore mining interests. As part of the roadway easement agreement, Minnesota Department of Transportation (MnDOT) was to be given notice three years prior to termination of the easement. In 2010, MnDOT received notice that the mining interests wished to access the ore. Through negotiations in 2010, MnDOT and the mining interests agreed to a 2017 date for abandoning the existing section of roadway. During this period, MnDOT needed to procure project funding, satisfy environmental permitting requirements, and acquire new right-of-way to permanently reroute TH-53 and keep it open to traffic. This was no easy task due to the existing mine pits surrounding the area.The E-2 alignment option shown in Fig. 1 was ultimately selected for the rerouted highway in 2014. The new highway segment includes a three-span bridge across the currently inactive Rouchleau Mine Pit. The inactive pit is partially flooded and serves as Virginia’s drinking water source. The 1,132- ft long new bridge is a three-span, plate girder bridge. Two intermediate approximately 200-ft tall piers are located within the pit. Fig. 2 is a conceptual rendering of the bridge."

Jan 1, 2017

By Eric M. Klein

As part of the Woodrow Wilson Replacement Bridge project several damaged wetland and environmental areas were to be mitigated. One of the mitigation projects consisted of constructing a Denil fish ladder around Peirce Mill Dam in Rock Creek National Park, Washington, D.C. The dam is a historic structure operated by the National Park Service. The fish ladder is located between the east abutment of the dam and Beach Drive, a major collector road. Construction of the fish ladder required removal of a portion of the east abutment and an excavation that extended about 22-ft below the pavement of Beach Ave. It was not possible to close Beach Drive except for very brief intervals or at night; therefore, a support of excavation system that would minimize disruption to the public was required. The high groundwater required that the groundwater be cut off prior to excavation; the random rubble and soil fill, and shallow but erratic rock surface precluded driving sheet piling. A jet grout system was selected because the grout probe could penetrate the rubble fill, stabilize a variety of soil conditions, and cut off the ground water prior to excavation. It was not possible to construct a stable wall without tiebacks or soil nails. Given the schedule and tight working conditions it was decided that soil nails through the jet grout wall facing would be the most cost effective method, as it did not reduce the working space as rakers would and would be more cost effective than prestressed tiebacks.

Jan 1, 2006

By Susan Rafalko, Mike Walker, John Sankey, Sherif Aziz, Alex Potter-Weight, Mary Nodine, Frederic Masse

"After several successful projects on the Garden State Parkway and New Jersey Turnpike for support of single-stage MSE (Mechanically Stabilized Earth) walls using rigid inclusions (Controlled Modulus Columns) as an alternate to two-stage MSE walls and surcharge, the Bass River Bridge Widening project presented additional challenges in terms of soil conditions and height of embankment that created opportunities for the design-build ground improvement contractor and its MSE wall-designing partner to enhance their design and construction methods. The specialist contractor decided, in association with the wall system supplier, to perform an independent large scale instrumented test area on the project to demonstrate the ability of the design techniques to model the behavior of the system, as well as the capacity of the rigid inclusions to provide the necessary bearing capacity and settlement control to allow the construction of the highway without any consolidation period. This paper presents a detailed description of the design of the ground improvement system and MSE wall system, as well as the results and conclusions of the monitoring data gathered on the large scale test program. The combination of rigid inclusion ground improvement technologies, such as the CMC system, together with an MSE wall system allows for the rapid and economical construction of high embankment without waiting for a surcharge and consolidation period or the necessity to use a two-stage wall system. In-depth understanding of the design techniques and advantages of this combination will be provided and should be beneficial for any geotechnical engineer or owner looking for innovative solutions to save both time and cost on their projects.1. IntroductionAs development continues on sites with poor ground conditions throughout the world, conventional MSE walls remain a flexible design solution; however, construction of MSE walls in combination with ground improvement is becoming more frequent where extreme differential and/or total settlement prevail due to soft ground conditions. Various techniques have been used in the past in such conditions (e.g. conventional surcharge, staged construction, or two-stage MSE walls), even though these design solutions have typically involved longer waiting times for settlement to occur. As a result, conventional MSE wall design has been combined with a variety of ground improvement techniques consisting of rigid inclusions for an economical and efficient solution with the potential to accelerate construction and limit long term settlement. For the particular subject of this paper, the specialist contractor (Menard) proposed to use CMCs (Controlled Modulus Columns) to support the highest part of the MSE wall. CMCs are grouted displacement rigid inclusions installed in a grid-like pattern using a displacement auger. Before the CMCs are installed, a working platform may first need to be placed to allow equipment to move around the site depending on the ground conditions. Following the CMC ground improvement, an LTP (Load Transfer Platform) is installed prior to the construction of the MSE wall."

Jan 1, 2015

By D. A. Bruce

Small diameter cast-in-place bored piles (pinpiles) have been installed throughout the world since 1952, but only more recently in the United States. The special features of their construction and performance makes them ideally suited for structural underpinning applications in difficult ambient and geological conditions. This paper describes the underpinning of part of a major industrial facility near Mobile, Alabama. In addition to being a most interesting and successful case history, per se, the paper also describes in detail a fundamental test pile program which has afforded a unique insight into the basics of load transfer mechanisms.

Jan 1, 1992

By Chetan D. Savani, Mike K. Muchard

The necessity to evaluate undocumented foundation lengths is essential in assessing the useable life, need for scour protection, retrofitting, or full reuse of existing bridge foundations. For this purpose, Parallel Seismic Testing (PST) has the best accuracy and is applicable to the widest range of foundation configurations used in bridge construction of any test method. Although not limited to bridges, PST case studies are presented involving two bridges. To preface the case study discussions, an overview of the PST method is given along with its results and analysis thereof. In one of the cases, we were afforded the rare opportunity to see the existing piles being extracted long after the PST testing program was completed. The resulting Class A prediction reaffirms the accuracy of the method. Versatility of the PST method is also exemplified in the two cases presented, where unique situations from complex foundation systems were overcome by analysis to provide successful results.

By David G. Winter

The Olive 8 excavation site in Seattle was surrounded on three sides by conditions requiring innovation, careful modeling, and extensive instrumentation to support use of a first-of-its-kind shoring system. The solution combined heavy soldier piles, long and steeply angled tieback anchors, and tightly spaced soil nails to support surcharge loads from a 33-story adjacent tower separated by a narrow alley housing critical utility lines. Land restrictions on two other sides of the site also required innovative applications of traditional methods. The Olive 8 project has won three state and local awards for innovation and has been reported on in Engineering News-Record and has been the subject of two feature articles in the Seattle Daily Journal of Commerce. This paper presents the conditions and site challenges, reviews the design analysis, discusses the shoring performance, and looks at other potential applications.

Jan 1, 2009

By Adnan A. Malik, Tadashi Maejima, Jiro Kuwano

"ABSTRACTTheoretical approach to estimate the ultimate pile capacity gives a rough idea at the initial stage of design that later on strengthen by the execution of static pile load test at site. The static pile load test is the only best option for the estimation of ultimate capacity of various types of piles. There are various methods based on strength, serviceability, net deflection for end bearing, shaft adhesion, graphical and extrapolation approaches for the interpretation of pile load test data to calculate the ultimate capacity. In this paper an attempt is made to evaluate the best-fit method for the estimation of ultimate capacity of single helix screw pile. The pile load tests on model scale were performed on screw piles of different helix diameter. The purpose of adopting model scale of testing was to achieve a state at which settlement increases without further increase in vertical load. The ground was compacted with dry sand at denser state. It was observed from the test results that extrapolation methods such as Chin- Kondner and Decourt predict the load settlement curve of screw piles very well, however ultimate pile capacity was on higher side which may not be suitable for the strength of helix plate. Decourt approach to plot the pile load data showed clear indication of the deformation of helix due to strong subsurface condition. A modified approach in Decourt method is proposed for estimating the ultimate capacity of screw pile having deformed helix whereas reduction factor is suggested for Chin-Kondner method for the estimation of ultimate capacity of intact screw pile.INTRODUCTIONDeep foundations are used to avoid the soft ground at shallow depth that is not suitable for carrying the structural load. Different types of piles have been used to transfer the load to deeper stratum. The screw pile is one of the new piling method and its use is considerably increasing. It consists of a cylindrical steel shaft with one or more helices at various length of the shaft. The diameter of helices (Dw) is usually 2 – 2.5 times the shaft diameter (Ds). The pile is installed to the required depth through torque and pressure. The advantage of screw pile over other piling system is its quick installation mechanism, high end-bearing and uplift resistance, noise reduction and minimum use of man power."

Jan 1, 2014

By B. M. Das

Several laboratory model test results for the determination of the ultimate uplift capacity of single and group metal piles embedded in near-saturated clay have been presented. Based on the uplift test results for single piles, the variation of the adhesion factor with the undrained shear strength of clay has been determined, and an empirical correlation for estimation of the adhesion factor in soft and medium clays has been presented. The group efficiency of piles under uplifting load depends on factors such as embedment ratio, undrained shear strength of clay, the number of piles in a group, and the center-to-center spacing of the piles.

Jan 1, 2010

By Bosco Poon, Kim Chan, Luis Raúl Castañeda, Geoff McKay

"Driven steel tubular piles of up to 2 m diameter have been used to support abutments and piers of a bridge over Nambucca River and floodplain. The bridge was designed by Arup-Aurecon Design Joint Venture (Lead Designers) with GHD leading the geotechnical design assessment in conjunction with Acciona Ferrovial Joint Venture (AFJV – Principal Contractor). Piles were to be driven through alluvium and founded on foliated Phyllite bedrock. The large diameter piles posed significant challenges on bearing capacity assessment and pile acceptance criteria, especially for anisotropic rock strength. Prior to pile driving, boreholes were drilled at each pile location, accompanied with a suite of rock index and UCS testing. AFJV and GHD oversaw geotechnical construction verification. All production piles were monitored with a Pile-Driving-Analyser to manage driving stresses and pile termination. Wave matching CAPWAP analyses were performed on 40% of the piles at the end-ofdrive, or restrike, to satisfy specification requirements and limit over-driving. This paper presents discussions on the design and construction of the driven piles with findings from the extensive dynamic pile data obtained. Based on the shaft resistance distribution and toe resistance obtained from CAPWAP analysis, the mobilised pile shaft frictions fs of the soil / rock materials, as well as the end bearing fb of the founding Phyllite bedrock, are examined. The impact of the rock fabric foliation angle on the m obilised fb, and the relationship between rock strength and the mobilised fs are outlined.INTRODUCTIONThe Bridge over Nambucca River consists of a single bridge structure, comprising single substructures and separate superstructures. The 850 m long bridge facilitates the crossing of the Northbound and Southbound carriageways of the Pacific Highway Upgrade over Nambucca River, with central median barriers, separated by a horizontal clearance of 50 mm. The bridge is required to span over the Nambucca River, which is a navigational channel, and over the adjacent floodplains, including two local access roads and the existing Pacific Highway. The bridge superstructure consists of 21 simply supported spans, each comprises four 2.25 m deep precast post-tensioned U-Girders, with two girders across the width of each carriageway. The spans of girders vary from eleven spans of 39.5m and ten spans of 41.5 m. The floodplain section of the bridge was founded on up to 2m diameter steel tubular piles, designed to be driven through alluvial sediments and weak rock to nominal refusal on sound rock. Dynamic load testing using wave matching CAPWAP (CAse Pile Wave Analysis Program) analyses in conjunction with PDA (Pile Driving Analyser) were used to verify the pile integrity and mobilised capacity. This paper discusses geotechnical aspects associated with design and construction of driven piles. The methodology developed for construction to verify pile capacity and to meet acceptance criteria is outlined. Based on the shaft resistance distribution and toe resistance obtained from CAPWAP analysis, the mobilised pile shaft friction, fs of the soil / rock materials, as well as the end bearing, fb of the founding Phyllite bedrock, are examined. The impact of the rock fabric foliation angle on the mobilised fb, and the relationship between rock strength and the mobilised fs are outlined."

Jan 1, 1900

By A. Verghese Chummar

The paper presents a field study where the effect of negative drag caused the failure of a pile foundation system. Utilising the field observations the probable negative drag that acted on the piles is worked which gives an insight into the effect of negative drag on deep foundations.

Jan 1, 1996